Mechanical Properties of no Fines Concrete for Pathwaysoaji.net/pdf.html?n=2017/1992-1525429100.pdf · 2018-05-04 · 3. An Experimental Study On Durability and Water Absorption Properties

International Journal of Engineering and Techniques - Volume 4 Issue 2, Mar – Apr 2018

ISSN: 2395-1303 http://www.ijetjournal.org Page 68

Mechanical Properties of no Fines Concrete for Pathways Perla Mounika

1, K.Srinivas

2

1(Department Of Civil Engineering, CMR Institute Of Technology, Hyderabad,)

2 (ME Structures Department Of Civil Engineering,CMR Institute Of Technology, Hyderabad)

1.1 INTRODUCTION:

One of the predominant disadvantage

of concrete is its increased deadweight. It

has a density of the order 2400-2600 kg/m3

[6]. Within the past tries were made to lessen

the self-weight of concrete. Mild weight

concrete has turn out to be greater famous in

latest years because of high voids and has

extra benefits than the traditional concrete.

Utilization of lightweight concrete elements

in building has grown widely in the latest

years because of its high strength-to-weight

ratio. There are exclusive methods to

produce lightweight concrete either with the

aid of the usage of lightweight aggregates or

with the aid of omitting best aggregates or

through introducing air in the mix.

Lightweight concrete produced by

omitting quality particles is studied in this

project. Mild in weight and additional to

obtain enough energy with low value of

production. Because the omission of first-

rate particles in concrete ends in lower floor

location of aggregates that could be coated

with cement paste, much less cement content

material could be used in this no-fines

concrete than the traditional concrete which

ultimately consequences in low value of

manufacturing. Via the usage of No-fines

concrete blocks in homes as masonry unit

will reduce the overall lifeless weight of the

structure which gives the flexibility in

designing the size of basis. Using no-fines

concrete in pavement reduces the runoff

thereby recharging floor water. There is no

segregation in no-fines concrete as mild

hand compaction is given and both less and

no excellent particles are utilized in no-fines

concrete. Huge quantity of voids found in

no-fines concrete makes it more permeable

and an excellent sound absorber.

RESEARCH ARTICLE OPEN ACCESS

Abstract: This The runoff of the agricultural and indoors town roads is improved, water tables of those areas

decreased and as current ground improvement techniques are used to beautify the secure bearing ability of

ground. We often use of geo textiles for in flexible pavements in some of those areas. To improve the drainage

float in to ground water levels in the ones areas I want to develop new type of roads which may be permeable

and porous based definitely concrete to gain the porosity and structural electricity of concrete. No fines concrete

is the pleasant alternative to reap those necessities. In many advanced nations, the usage of No fines or pervious

concrete for the development of pavements, vehicle parks and driveways is turning into popular. To be able to

broaden cloth specification for pervious concrete, it's miles essential to behavior testing to evaluate the overall

performance of this new sort of high-overall performance concrete. The impact of the above elements on the

density, compressive, and tensile strength had been studied experimentally. The permeability of no fines concrete

is extra because it having more voids. The power of no-fines concrete is a good deal while compared to ordinary

concrete, however enough for structural use of pathways, parking areas etc. A pavement slab appropriate for low

visitors’ extent roads is designed as according to IRC SP62: 2004 which permits storage of water up to 125 lit/m3

of concrete pavement giving time for infiltration thereby decreasing the runoff and recharging the floor water or

sufficient time for delivery of it. A perforated pipe can be supplied at centre of the pavement above sub-base

such that it amasses the water stored in concrete and drains it to the desired treatment plant or a recharge pit. This

however needs similarly research and tribulations earlier than authentic implementation.

Keywords — No fines concrete, water-cement ratio, cement-aggregate ratio, compressive strength, split

tensile strength, permeability.



1.2 OBJECTIVE AND SCOPE

The objectives of the project have to

test the performance of no fines concrete on

numerous mixes of aggregates. Because of

the absence of exceptional aggregate in no

fines concrete, there may be a high percent

of void space which ends up in high

permeability.

Objectives of the no fines concrete are as

follows,

• To study the mechanical property of

concrete such as compressive

strength, split tensile strength and

permeability of concrete.

• To find the strength of no fines

concrete and the effect of fine

aggregate on its density.

• To find the optimum mix content

based on the strength criteria.

• To reduce the production cost of

concrete by reducing the fine

aggregate and cement content.

The scope of the present work is to carry out

a detailed analysis of the following are

prescribed conditions.

1. Cement: aggregate mix by volume is

taken as 1:3, 1:6 and1:9.

2. Ordinary Portland cement of 53 Grade.

3. Aggregates of sizes 20mm passing and

10mm retained are taken.

4. Water/cement ratios are limited to 0.35,

0.40 and 0.45.

5. Testing of specimens at the ages of 7, 14

and 28 days.

6. Determining the compressive strength,

split tensile, and permeability of M40

Grade mix.

CHAPTER 2

LITERATURE REVIEW: No-fines concrete having great potential in

terms of research and study because the

porosity nature of it is use full for water

penetrate through them and increase in

ground water table. 1. Improving the mechanical properties of no-fines concrete by Ammar

A.M, in Journal of Babylon University/

Engineering Sciences / No. 2 / Vol.(21):

2013 This paper investigated that: No-

fines concrete is, as the name indicates,

concrete consisting of coarse mixture,

cement and water- fines being left out

absolutely. The addition of polypropylene

fibres enables to maximize the intrinsic

power of the concrete. Polypropylene

fibres without a doubt assist inhibit the

formation of cracks due to both plastic

shrinkage and drying shrinkage.

Polypropylene fibres used in concrete to

improve blend concord and reduced

bleeding of water. Mechanical residences of

no-fines concrete is a feature of the

combination: cement ratio and the water-

cement ratio.

The density and energy houses of the

investigated no- fines concrete are decrease

than that of regular- weight concrete,

however enough sufficient for structural

use.

2. Laboratory Investigation of no fines Concrete by Md.Iftekar Alam et.al In

International Conference on Civil

Engineering for Sustainable Development

(ICCESD-2014), 14~16 February 2014

This investigation shows that No fines

concrete has excessive water permeability

due the presence of interconnected air

voids. The presence of high porosity

relative to traditional concrete makes the

pervious concrete to end up mild weight

concrete with limited compressive

electricity. But, pervious concrete has been

substantially popular for some a long time

because of its capability to lessen the

incidence of flooding, and to assist in

recharging the floor water level. The

porosity of the pervious concrete was 0.24,

in comparison to 0.08 for traditional

concrete. The porosity of pervious concrete

changed into no longer notably prompted

with the aid of age. The compressive energy

of the pervious concrete become round

11Mpa. The weight loss for pervious

concrete on air drying was twice larger

than that for traditional concrete. No

fines concrete, despite the fact that no

longer as sturdy as traditional concrete,



presents an acceptable alternative when

used in low volume and occasional impact

areas.

3. An Experimental Study On

Durability and Water Absorption Properties of Pervious Concrete by

Darshan S.S et al., International Journal of

Research in Engineering and

Technology(IJRET), Volume-3, Issue-3,

Mar-2014

This study shows that 18.75 mm size gravel

with 1:10 mix proportion made with OPC

has more water absorption percentage value

(1.08%) compared to other and similarly

9.375 mm size gravel with 1:10 mix

proportion made with OPC has more water

absorption percentage (0.68%) compared to

other. 18.75 mm size gravel with 1:6

proportion made with OPC is more durable

(0.34 %) compared to other and similarly

9.375 mm size gravel with 1:6 mix

proportion made with OPC is more durable

(0.36 %) compared to other.

Such as, water absorption and durability are

inversely proportional to each other means

that, concrete made by 1:6 mix proportion

has more durability and less water

absorption and concrete made by 1:10 mix

proportion has more water absorption and

less durability.

4. Study and Comparison of

Mechanical Properties, Durability and

Permeability of M15, M20, M25 Grades

of Pervious Concrete with Conventional Concrete by Sai Sindhu K et al, , in

International Journal of Applied Research,

2015

This paper investigated that:

Pervious concrete has less strength than

traditional concrete by using 18.2% for

M15, 14.5% for M20 and 12.6% for M25.

In addition the tensile and flexural

electricity values are also comparatively

decrease than the conventional concrete by

means of 30%. Though the pervious

concrete has low compressive, tensile and

flexural strength it has high coefficient of

permeability hence the following

conclusions are drawn based on the

permeability, environmental effects and

economical aspects.

It is fact from the project that no fines

concrete has more coefficient of

permeability. Hence, it is capable of

capturing storm water and recharging the

ground water. As a result, it can be ideally

used at parking areas and at residential

areas where the movement of vehicles is

very moderate.

Further, no fines concrete is an eco friendly

solution to support sustainable construction.

In this project, fine aggregates as an

ingredient has not been used. Presently,

there is an acute shortage of natural sand all

around. By making use of FA in concrete,

indirectly we may have been creating

environmental problems. Elimination of

fines correspondingly decreases

environment related problems.

In many cities diversion of runoff by proper

means is complex task. Use of this concrete

can effectively control the run off as well as

saving the finances invested on the

construction of drainage system. Hence, it

can be traditional that no fines concrete is

very cost effective apart from being

efficient.

5. Experimental Study on Properties of No-fine Concrete by Md. Abid Alam et

al, in International Journal of Informative &

Futuristic Research, Volume 2 Issue 10

June 2015

This study investigated that the slump of

No-fine concrete is found to be zero

irrespective of aggregate size and addition

of fine aggregate.

The porosity of No-fine concrete is largely

affected by the size of coarse aggregate

used in concrete mix. Concrete mix

containing 20 mm size aggregate shows

higher porosity in comparison to concrete

mix containing 10 mm size aggregate. The

addition of fine aggregate to concrete mix

lower the porosity because this fills the void

spaces between the aggregate resulting in

decreased porosity.



The compressive strength of No-fine

concrete largely depends upon the size of

coarse aggregate used in the concrete mix

and the percentage of fine aggregate used in

the mix. Lower value of compressive

strength was obtained for 20 mm size

aggregate mix. However the inclusion of

fine aggregate results in comparatively

good strength. The relationship between

compressive strength (σck) and porosity (P)

are given by the following empirical

equations: For 10 mm aggregate No-fine

concrete: For 20 mm aggregate No-fine

concrete: For all-in aggregate No-fine

concrete:

For 10 mm aggregate No-fine concrete:

σck= 23.31e-0.045P

For 20 mm aggregate No-fine concrete: σck

= 18.89e-0.033P

For all-in aggregate No-fine concrete: σck =

17.41e-0.031P

CHAPTER 3 3.7.1 Slump Test: Slump test is used to find

the workability of fresh concrete. The slump

test result is a measure of the character of a

self-compacted inverted cone of concrete

under the action of gravity. It is a measure of

the concrete’s workability or the dampness

of concrete. Slump test as per IS: 1199 –

1959 is followed.

Fig 3.7.1 Equipment required for conduct a

Slump Test

The apparatus used for doing slump

test are Slump cone and tamping rod.It

indicates the characteristic of concrete in

addition to the slump value. If the concrete

slumps evenly it is called true slump. If one

half of the cone slides down, it is called

shear slump. In case of a shear slump, it is

measured as the difference in height between

the height of the mould and the average

value of the subsidence.

3.7.1.1 Apparatus: The Slump Cone apparatus for conducting

the slump test:

Metallic mould in the form of a frustum of a

cone having the internal dimensions as

follows:

Bottom diameter – 20 cm

Top diameter – 10 cm

Height – 30 cm

The thickness of the metallic sheet for the

mould should not be thinner than 1.6 mm

Weighing device

Tamper (16 mm in diameter and 600 mm

length), Ruler, tools, Container for mixing or

concrete mixer etc.

3.7.1.3 RESULTS AND ANALYSIS:This

test was undertaken on each sample of

concrete used for the hardened concrete tests.

The slumps obtained on the concrete

samples are as follows:

Table 3.7.1.3 – The Slump and density of the

different concrete samples

The no-fines concrete had an

extremely high slump caused by the low

amount of cohesion between the aggregate

particles. This particular workability test

appears to be of little use when considering

no-fines concrete.

3.7.2 Vee-Bee Test: This test is used to

determine the workability of fresh concrete

by using a Vee-Bee consistometer as per IS:

1199 – 1959.

Mix portion Slump value

(mm)

Density

(Kg/m3)

C/A

Ratio W/C Ratio

1:3

0.30 68 1738

0.35 98 1798

0.40 128 1858

1:6

0.30 90 1790

0.35 120 1850

0.40 150 1900

1:9

0.30 128 1843

0.35 158 1893

0.40 188 1900



Fig 3.7.2 Vee-Bee consistometer

3.7.2.1 Apparatus: Vee Bee Consistometer consist of

a) A vibrator table resting upon elastic

supports

b) A metal pot

c) A sheet metal cone, open at both ends

d) A standard iron rod.

Weighing device

Tamper (16 mm in diameter and 600 mm

length), Ruler, Tools and container for

mixing or concrete mixer etc.

3.7.3 Compacting factor: Compacting

factor test is used to determine the

workability of fresh concrete as per IS:

1199 – 1959.

3.7.3.3 Results and Analysis: The results from the compacting factor test

conducted on the concrete samples are found

in table 3.3.

Partially

Compacted

(M1)

Fully

Compacted

(M2)

Compacting

Factor =

M1/M2

No-Fines

Concrete

10.456 11.006 0.95

10.956 11.533 0.95

10.995 11.574 0.95

Conventional

Concrete

13.365 14.527 0.92

13.992 15.209 0.92

14.026 15.246 0.92

Table 3.7.3 – Shows the Compacting Factor

for all the samples of concrete used

No-fines concrete is a self-compacting

material and this test determines its ability to

compact itself dropping from a set height.

No-fines concrete can be dropped from large

heights and this test shows these properties

by the amount of compaction obtained from

simply allowing the concrete to drop. The

low cohesion between the aggregate

particles helps the self-compacting process

of the no-fines concrete. This particular fresh

concrete test is the most useful for

determining the properties of no-fines

concrete. The results obtained from this test

will provide a method for assessing the

amount of compaction required when

placing a particular no-fines concrete mix.

The self-compacting properties of the

conventional concrete sample were similar

to that of the no-fines concrete. The only

problem with conducting this test was that

the conventional concrete sample required

assistance to move from each of the cones to

the final cylinder. This may be related to the

dry nature of the concrete used in this

particular situation. By helping the concrete

pass through each cone, it may have affected

the outcome and skewed the self-compacting

factor results.

3.7.4 Summary:The slump varied

dramatically between the no-fines and

conventional concrete samples due to the

low cohesion between the aggregate

particles. The VEEBEE test showed similar

results for both samples and the compacting

factor test was reasonably similar for both

types of concrete. The compacting factor test

appeared to be the most useful workability

test as it illustrates the self-compacting

properties of the concrete.

The following chapter provides the details of

all the hardened concrete tests undertaken

along with the results and analysis.

3.8 DENSITY The density of no-fines

concrete is dependent upon the void content

in the concrete. Due to the high air content

it is a lightweight concrete with a density of

about two thirds of conventional concrete.

The density of no-fines concrete typically

levels among 1600 and 1900 kg/m3. This is

dependent upon the shape, length and

density of the aggregate, the aggregate-



cement-water ratio and the compaction

exerted on the concrete.

3.9 AIR VOID CONTENT The cement paste is simplest a skinny

layer and does not include air bubbles, so the

voids are received in general through the

interconnected areas of the aggregate debris.

The air content material is by definition the

sum of the voids between the combination

aggregates and any entrained or entrapped

air within the cement paste.

The void content material depends upon the

mixture-cement ratio and for that reason

varies significantly.

The air void content of no-fines concrete

levels from 13 to 28 percent of the total

volume of the concrete of mixture

cement/aggregate ratio between 1:3, 1:6 and

1:9.

3.10 PERMEABILITY Permeability is defined as the property

of allow the flow of fluid into a porous solid.

The percentage of permeability is more in

the no fines concrete compare with the

conventional concrete due to its greater void

ratio.

3.11 CONCRETE TESTS The tests that were conducted had to

provide a complete picture of all the

characteristics of the concrete in both the

wet and hardened state.

For this reason, it was proposed that the

testing incorporate aggregate testing to

determine the potential effect of the

aggregate shape on the performance of the

no-fines concrete. This was followed by

conducting workability tests like the slump,

VEEBEE and compacting factor tests on the

wet concrete sample.

The hardened concrete tests proposed for the

project were compressive strength and split

tensile tests. This testing includes

determining the void ratio and assessing the

permeability of the no-fines concrete.

3.11.1 Conventional Concrete

Here the mix design of M-40 for

comparison of compressive strength, spilt

tensile and flexural strength results with the

same properties of no-fines concrete, and

analyzed the brief resultant values.

Cement Fine aggregate Coarse

aggregate

Water

492.5 671.574 1079.73 197

1 1.36 2.19 0.4

Table 3.11.1 – Mix Proportions used for

conventional concrete Mixes

3.11.2 No-Fines Concrete The mix designs for no-fines concrete

were obtained from printed articles. There

were a large number of different mixes that

are currently being used for a whole range of

applications. For this reason three different

mixes were trailed, with three water cement

ratio are tried. The aggregate-cement-water

ratio mixes were:

CEMENT AGGREGATE WATER

1

3

0.30

0.35

0.40

1

6

0.30

0.35

0.40

1

9

0.30

0.35

0.40

Table 3.11.2 – Mix Proportions used for No-fines

Trial Mixes

CHAPTER-4

Experimental Investigation 4.2.2.1 Cement:



Fig 4.2.2.1 Ordinary Portland Cement of 53

Grade

Ordinary Portland cement of 53 Grade was

used in the investigation. The details of tests

conducted on cement are described below.

4.2.2.1.2 Fineness test on cement: The following procedure is used to find

Fineness test on cement.

Aim: To determine the fineness of the given

sample of cement by sieving.

Apparatus: IS-90 micron sieve conforming

to IS: 460-1965, standard balance, weights,

and brush.

Fig 4.2.2.1.2 Sieve used for find fineness of

cement

Observations: S.No Weight

Of

Sample Taken(G)

W1

Weight Of

Residue(G)

W2

Residue (%) =

(W2/W1)X100

1 100 2.15 2.15

2 100 2.16 2.16

3 100 2.16 2.16

Average percentage

of residue = 2.16

Table 4.2.2.1.2 – Observations of Fineness

test on cement. Average fineness of cement

=100 - 2.16 = 97.84%.

Result: Fineness of test cement: 97.84%.

4.2.2.1.3 Standard consistency test:

Observations:

S. No Weight of

cement

taken in

gms (a)

Weight of

water

taken in

gms (b)

Plunger

penetration

from bottom

(mm)

Time

Taken

(mins)

Consistency of

cement in %

by weight b/a *

100

1 300 96 5 4 32

2 300 99 7 5 33

3 300 97 5 5 32.33

Table 4.2.2.1.3 – Observations of standard

consistency of cement

Average of standard consistency: 32%

Result: Normal consistency for the given

sample of cement is 32%.

4.2.2.2.2 Fineness Modulus of Coarse

Aggregate: Table for Sieve Analysis of Coarse

Aggregate

IS

SIEVE

SIZE

(mm)

WEIGH

T

RETAI

NED

(Kgs)

CUMM

ULATI

VE

WEIGH

T

RETAI

NED

(Kgs)

CUMMUL

ATIVE %

WEIGHT

RETAINE

D(W)

CUM

MULA

TIVE

%

PASSI

NG

80 0 0 0 100

40 0 0 0 100

20 1.37 1.37 27.4 72.6

10 3.545 4.915 98.3 1.7

4.75 0.085 5.0 100 0

2.36 - - 100 0

1.18 - - 100 0

0.6 - - 100 0

0.3 - - 100 0

0.15 - - 100 0

Fineness Modulus =

W/100=725.7/100=7.257

Table 4.2.2.2.2 – Result of fineness Modulus

of Coarse Aggregate

4.2.2.3 Fine Aggregate: The aggregate

which is passing through 4.75mm is called

as fine aggregate. The specific gravity of

fine aggregate is 2.74.

4.3 MIXING PROCESS:



1. Weigh aggregate, cement and water for

the mix.

2. First clean the floor surface, and make

sure it is free dust.

3. Spread the coarse aggregate on the floor.

4. Spread the cement and water uniformly

over the surface of the aggregate.

5. Mix the concrete until the aggregate is

evenly covered with cement paste.

Fig 4.3 Mixture of no-fines aggregate

4.6 MIX PROPORTIONS FOR

NO-FINES CONCRETE The mix designs for no-fines concrete

were obtained from printed articles. There

were a large number of different mixes that

are currently being used for a whole range of

applications. For this reason three different

mixes were trailed, and three water cement

ratios are tried.

The aggregate-cement-water ratio mixes

were: CEMENT AGGREGATE WATER

1

3

0.30

0.35

0.40

1

6

0.30

0.35

0.40

1

9

0.30

0.35

0.40

Table 4.6 – Mix Proportions used for No-

fines Trial Mixes.

4.7 Compressive Strength Test of

Concrete (Is: 516-1959): AIM: To determine the compressive

strength of concrete specimens.

Apparatus:

� Compression testing machine (2000 KN)

� Curing tank.

� Balance (0-10 Kg)

Conventional concrete cube

No fines concrete cube

Fig 4.7 Concrete Cube Specimen for

Compressive Strength Test

Calculation:

Compressive strength is calculate using the

following formula. Compressive strength

(kg/cm2) = Wf / Ap. Where, Wf =

Maximum applied load just before load, (N)



Ap = Plan area of cube mould, (mm2)

TABULATION:

S.No

Mix Proportion

Area

(mm2)

Load (N)

Compressive Strength (N/mm2)

C/A W/C

7 Days 14 Days 28 Days 7 Days 14 Days 28 Days

1

1:3

0.3 22500 145350 168750 215100

6.46 7.50 9.56

2 0.35

22500 146025 169200 215550 6.49 7.52 9.58

3 0.4

22500 167625 193500 245250 7.45 8.6 10.9

4

1:6

0.3 22500 110700 132750 176625

4.92 5.90 7.85

5 0.35

22500 111150 133200 177075 4.94 5.92 7.87

6 0.4

22500 144000 164700 205875 6.4 7.32 9.15

7

1:9

0.3 22500 49500 54450 63675

2.20 2.42 2.83

8 0.35

22500 49950 54900 64575 2.22 2.44 2.87

9 0.4

22500 76050 91800 122850 3.38 4.08 5.46

Table 4.7 (a) – The compressive strength values obtained from the trial mixes of no-fines

concrete.

S.No No of days Area (mm2) Load (N)

Compressive strength (N/

mm2)

1 7

22500 618750

27.5

2 14

22500 929250

41.3

3 28

22500 1022175

45.43

Table 4.7 (b) – The compressive strength values obtained from the M40 mix of conventional

concrete.

4.8 SPLITTING TENSILE

STRENGTH TEST OF

CONCRETE

(IS-516-1959): AIM: To determine of the splitting tensile

strength of cylindrical concrete specimens.

Apparatus: Testing Machine – The

testing machine may be of any reliable

type, of sufficient capacity for the tests and

capable of applying the load at the rate

specified in 5.5. The permissible error

shall be not more than ± 2 percent of the

maximum load. Cylinders –The cylindrical

mould shall be of 150 mm diameter and

300 mm height conforming to IS: 10086-

1982. Weights and weighing device, Tools

and containers for mixing, Tamper (square

in cross section) etc.

TABULATION: S.No

Mix Proportion

Diameter d

(mm)

LengthL

(mm)

πLd

(mm2)

Load (kN) Split Tensile Strength (N/mm2)

C/A W/C

7 Days 14

Days

28 Days 7

Days 14 Days 28 Days

1

1:3 0.3

150 300 141300 17.66 36.74 71.36 0.25 0.52 1.01

2 0.35 150 300 141300 19.78 39.56 78.42 0.28 0.56 1.11

3 0.4 150 300 141300 23.31 46.63 92.55 0.33 0.66 1.31

4

1:6

0.3 150 300 141300 16.25 36.03 68.53 0.23 0.51 0.97

5 0.35 150 300 141300 19.08 38.86 77.72 0.27 0.55 1.10

6 0.4 150 300 141300 20.49 40.27 80.54 0.29 0.57 1.14

7

1:9

0.3 150 300 141300 9.89 21.90 47.34 0.14 0.31 0.67

8 0.35 150 300 141300 12.01 24.02 48.04 0.17 0.34 0.68

9 0.4 150 300 141300 15.54 31.09 62.17 0.22 0.44 0.88

Table 4.8 (a) – The split tensile strength values obtained from the trial mixes of no-fines

concrete.

S.no No. of days

Diameter (mm) Length (mm) πld (mm2) Load (KN)

Split Tensile Strength (N/

mm2)



1 7 150 300 141300 79.84 1.13

2 14 150 300 141300 144.13 2.04

3 28 150 300 141300 307.33 4.35

Table 4.8 (b) – The split tensile strength values obtained from the M40 mix of conventional

concrete.

4.9 FLEXURAL STRENGTH TEST OF CONCRETE (IS: 516-1959): AIM: TO determining the flexural strength

of moulded concrete flexure test

specimens. APPARATUS: Testing

Machine - The testing machine may be of

any reliable type, of sufficient capacity for

the tests and capable of applying the load

at the rate specified in 5.5. The permissible

error shall be not greater than ± 2 percent

of the maximum load. Beam Moulds - The

beam moulds shall conform to IS: 10086-

1982. The size shall be 10 × 10 × 50 cm

may be used. Weights and weighing

device, Tools and containers for mixing,

Tamper (square in cross section) etc.

Fig 4.9: Concrete Beam Specimen for

Flexural Strength Test

TABULATION:

s

.

n

o

Mix

proportion

Width(

mm)

Length

(mm)

Mea

sure

d

dept

h

(mm

)

Distan

ce

betwee

n

fractur

e line

(mm)

Load (N)

Flexural strength (N/mm2)

7 days 14 days 28 days 7 days 14

days

28

days C/A W/C

1 0.30 100 400 47 133 819.38 1505.88 3343.95 0.37 0.68 1.51

2 1:3 0.35 100 400 50 133 1002.51 1979.95 3984.96 0.40 0.79 1.59

3 0.40 100 400 48 133 993.20 1986.41 3972.81 0.43 0.86 1.72

4 0.30 100 400 51 133 860.48 1825.26 3598.38 0.33 0.70 1.38

5 1:6 0.35 100 400 52 133 975.88 1978.87 3957.73 0.36 0.73 1.46

6 0.40 100 400 49 133 914.67 1853.40 3682.74 0.38 0.77 1.53

7 0.30 100 400 53 133 591.37 1210.90 2506.28 0.21 0.43 0.89

8 1:9 0.35 100 400 46 133 509.11 1018.23 2036.45 0.24 0.48 0.96

9 0.40 100 400 54 133 818.53 1607.82 3215.64 0.28 0.55 1.10

Table 4.9 (a) – The flexural strength values obtained from the trial mixes of no-fines concrete

S.No No. of

Days

Width

(mm) Length

(mm)

Measured

depth (mm)

Distance between

fracture line (mm)

Load (N)

Flexural strength

(N/mm2)

1 7 100 400 64 133 20120.70 4.9

2 14 100 400 62 133 21002.31 5.45

3 28 100 400 63 133 26062.11 6.55

Table 4.9 (b) – The flexural strength values obtained from the M40 mix.

4.10 PERMEABILITY-One

revolutionary technique to sustainable road

design and creation is using permeable

concrete pavements. It’s been determined

that the growth and unfold of impervious

surfaces within urbanizing watersheds

pose vast threats to the satisfactory of



natural and built environments. Such

threats encompass multiplied storm water

runoff, reduced water best, better

maximum summertime temperatures,

degraded and destroyed aquatic and

terrestrial habitats, and the faded aesthetic

appeal of streams and landscapes. The

substances used to cover such impervious

surfaces might also efficiently seal

surfaces, repel water and save you

precipitation and different water from

infiltrating soils. In addition they permit

storm water to wash over them, as a

consequence generating massive volumes

of runoff accompanied with the aid of

highly dry conditions a short time later.

Permeable concrete pathways and

pavement structures are claimed to assist

manipulate the quantity of contaminants in

waterways, through decreasing or

eliminating runoff, and allowing treatment

of pollution. Such treatment takes place as

a result of capturing initial rainfall and

allowing it to percolate into the floor, as a

result permitting soil chemistry and

biology to "treat” the polluted water

obviously. It’s also claimed that through

accumulating rainfall and permitting it to

infiltrate, permeable concrete allows

extended groundwater and aquifer

recharge, reduction of height water flow

through drainage channels, and

minimization of flooding. It can also

permit credits to be acquired in

inexperienced rating scales for sustainable

construction. different claimed blessings of

this material consist of much less

absorption of sun radiation due to the light

coloration of concrete pavements

compared with darker substances, and less

storage of warmth because of the

extraordinarily open pore shape of

permeable concrete.

4.10.1 PERMEABILITY TEST OF

CONCRETE: 1. Nine specimen of concrete each of

200mm dia and 120mm height are cast.

2. After 24 hours, the middle portion of

100mm dia is roughened and the

remaining portion is sealed with cement

paste.

3. The specimens are cured for 28 days

and then apply water pressure on the

middle roughened portion so that water

can penetrate inside the concrete. The

water pressure is maintained as given

below:

• 1 bar (1kg/cm2) for 48 hours.

• 3 bars for next 24 hours.

• 7 bars for next 24 hours.

4. After this, the specimens are split to

know the penetration of water. The

specimen are split in compression machine

by applying concentrated load at two

diagonally opposite points slightly away

from central axis. Calculate the average of

three maximum values of penetration. The

infiltration profundity of water must be

under 25 mm otherwise the specimens are

considered to be failed in permeability test.

MIX PROPORTION

DENSIT

Y

(Kg/mm3

)

VOI

D

(%)

PER

MEA

BILI

TY

(mm/

s)

C/A

RATIO

W/C

RATIO

1:3

0.30 1738 27.58 29.36

0.35 1798 25.08 28.79

0.40 1858 22.58 28.21

1:6

0.30 1790 25.42 28.87

0.35 1850 22.92 28.29

0.40 1910 20.42 27.71

1:9

0.30 1843 23.21 28.36

0.35 1903 20.71 27.78

0.40 1963 18.21 27.20

Table 4.10 – The permeability values

obtained from the trial mixes of no-fines

concrete

CHAPTER 5 5.1 RESULTS AND ANALYSIS: No-

fines concrete mixes were tested for slump

and its strength characteristics such as

Compressive strength, Split Tensile

strength and Flexural strength. The mix

proportions selected for the study and its

test results of slump and density values is

represented in below Table 6.1. On testing

density of no-fines concrete was found be

ranging between 1738-1963kg and which

is lower than that of conventional concrete.

It is observed that density decreases with

increase of c/a ratio. It is also observed



that Slump of no-fines concrete has been

increased with the addition of water in all

the mix.

Mix proportion

Compressive strength

(N/mm2)

Split tensile strength

(N/mm2) Flexural strength (N/mm2)

C/A

W/C

7

Days

14

Days

28

Days 7 Days

14

Days

28

Days 7 Days

14

Days

28

Days

1:3

0.3 6.46 7.50 9.56 0.25 0.52 1.01 0.37 0.68 1.51

0.35 6.49 7.52 9.58 0.28 0.56 1.11 0.40 0.79 1.59

0.4 7.45 8.6 10.9 0.33 0.66 1.31 0.43 0.86 1.72

1:6

0.3 4.92 5.90 7.85 0.23 0.51 0.97 0.33 0.70 1.38

0.35 4.94 5.92 7.87 0.27 0.55 1.10 0.36 0.73 1.46

0.4 6.4 7.32 9.15 0.29 0.57 1.14 0.38 0.77 1.53

1:9

0.3 2.20 2.42 2.83 0.14 0.31 0.67 0.21 0.43 0.89

0.35 2.22 2.44 2.87 0.17 0.34 0.68 0.24 0.48 0.96

0.4 3.38 4.08 5.46 0.22 0.44 0.88 0.28 0.55 1.10

Table 5.1.1-Test Results of Compressive Strength, Split Tensile Strength and Flexural

Strength of No-fines Concrete

Mix 40

with 0.40

w/c ratio

Compressive strength (N/mm2) Split tensile strength (N/mm2) Flexural strength (N/mm2)

7 Days 14 Days 28 Days 7 Days 14 Days 28 Days 7 Days 14 Days 28 Days

27.5 41.3 45.43 1.13 2.04 4.35 4.9 5.45 6.55

Table 5.1.2 – Test Results of Compressive Strength, Split Tensile Strength and Flexural

Strength of Conventional Concrete



MIX

PROPORTION

DENSI

TY

(Kg/m

m3)

VOID

(%)

PERM

EABIL

ITY

(mm/s)

C/A

RATI

O

W/C

RATI

O

1:3

0.30 1738 27.58 29.36

0.35 1798 25.08 28.79

0.40 1858 22.58 28.21

1:6

0.30 1790 25.42 28.87

0.35 1850 22.92 28.29

0.40 1910 20.42 27.71

1:9

0.30 1843 23.21 28.36

0.35 1903 20.71 27.78

0.40 1963 18.21 27.20

Table 5.1.3– The Test Results of permeability for

no-fines concrete

5.3 SUMMARY:

From the 28 days testing results of no fines

concrete, the cement/ aggregate and water cement

ratio of 1:3 and 0.4 was chosen as the most suitable

mix since it produced the highest compressive

strength, split tensile strength and flexural strength.

The percentage of 24 is obtained in compressive

strength, percentage of 30 is obtained in spilt tensile

strength and percentage of 26 is obtained in flexural

strength when compared with results of M40 mix of

conventional concrete. But as economically

consideration, the cement/aggregate and water

cement ratio of 1:6 and 0.4 is economical. The

percentage of 20 is obtained in compressive

strength, percentage of 26.21 is obtained in spilt

tensile strength and percentage of 23 is obtained in

flexural strength when compared with results of

M40 mix of conventional concrete.

The average density of M40 conventional

concrete is 2400 Kg/m3, percentage of 77 is

obtained for no-fine concrete at cement and

aggregate, water and cement ratio at 1:3 and 0.4

that means there is decrement of 23 percent is

obtained when compared with M40 Concrete.

Percentage of 80 is obtained for no-fine concrete at

cement and aggregate, water and cement ratio at 1:6

and 0.4 that means there is decrement of 20 percent

is obtained when compared with M40 Conventional

Concrete. As compare the results of slump, density,

compressive strength, and spilt tensile strength the

cement- aggregate and water cement ratio of 1:3

and 0.4 and the cement- aggregate and water

cement ratio of 1:6 and 0.4 are more desirable mix

proportions, for pathways in both strength and

permeable considerations.

From the permeability test it is observed that

at cement- aggregate ratio, water and cement ratio

1:3 and 0.3 having more permeable nature and the

value is 29.36mm/s. But at cement- aggregate ratio,

water and cement ratio 1:3 and 0.4 the value 28.21

and cement- aggregate ratio, water and cement ratio

1:6 and 0.4 the value 27.71mm/s, if we observe the

values are very nearer so as strength criteria it

observed that cement- aggregate ratio, water and

cement ratio 1:6 and 0.4 the value 27.71mm/s is

considered.

CHAPTER 6

6.1 CONCLUSION

The density and strength properties of the no-

fines concrete are investigated at lower than that of

normal weight concrete, but sufficient enough for

structural use. For practical purposes mixes with

cement/aggregate ratio 1:3 and 1:6 at water/ cement

ratio is 0.4 were recommended.

To minimize hazard to the natural surroundings on

which roads are built, in particular in city areas,

permeable concrete has appropriate capability to

make an advantageous contribution to sustainable

street creation and life cycle control. It can meet

stakeholder requirements through much less effect

on the environment on which roads are constructed,

and therefore can assist the development enterprise

to transport in the direction of sustainable

construction control. The foremost difficulty that

needs interest is the need to carefully follow great

control to pavement and mix design, and urban

placement. Extra study is needed to higher

manipulate its disadvantages, which includes the

viable ability to clog below certain situations and to

limit any leaching consequences into the

surroundings from binder materials and it needs

proper maintenance.

The previous pavement help storm water

systems by slowing water during rain and melt



times, Recharges local aquifers, Helps improve

ground water in local area.

6.2 FUTURE SCOPE We can further study for different cement-

aggregate and water cement ratios with suitable

chemical and minerals admixtures which are

suitable for bonding between aggregate and cement,

strength increasing by adding admixtures. By

reducing the permeability capacity of no fines

concrete means reducing the voids in no fines

concrete will gives the more strength to no fines

concrete.

REFERENCES: In this project the following IS codes were referred:

• IS 456-2000 plain and reinforced concrete.

• IS: 10262-2009 indian standard concrete mix design.

• IS: 516-1959 method of tests for strength of

concrete.

• IS 3085:1965 method of test for permeability of

cement mortar and concrete

(1) Paul James Harber, October 2005, Applicability of

No-Fines Concrete as a Road Pavement

(2) Ghafoori, Nader & Dutta, Shivaji. 1995. Laboratory

Investigation of Compacted No-Fines Concrete for Paving

Materials. Journal of Materials in Civil Engineering. Vol 7.

No. 3. August. pp 183-191.

(3) Macintosh, H., Bolten, J. D. & Muir, C. H. D. 1965.

No-fines concrete as a structural material. Proc. Instn. Of

Engrs. London. England. 5(part I). pp 677-694.

(4) Malhotra, V. M. 1976. No-Fines Concrete – Its

Properties and Applications. Journal of the American

Concrete Institute. Vol 73. No. 11. pp 628 – 644.

(5) Meininger, Richard C. 1988. No-Fines Pervious

Concrete for Paving. Concrete International: Design and

Construction. Vol 10. No. 8. August. pp 20-27.

(6) Neville, A. M. 1996. Properties of Concrete. John

Wiley & Sons. Inc. NewYork. USA. pp 711-713.

(7) Orchard, D. F. 1979. Concrete Technology, 4th

Edition. Properties of Materials, Applied Science Publishers

Ltd, London. pp 160-161. Macintosh, H., Bolten, J. D. &

Muir, C. H. D. 1965. No-fines concrete as a structural

material. Proc. Instn. Of Engrs. London. England. 5(part I).

pp 677-694.

(8) Malhotra, V. M. 1976. No-Fines Concrete – Its

Properties and Applications. Journal of the American

Concrete Institute. Vol 73. No. 11. pp 628 – 644.

(9) Meininger, Richard C. 1988. No-Fines Pervious

Concrete for Paving. Concrete International: Design and

Construction. Vol 10. No. 8. August. pp 20-27.

(10) Neville, A. M. 1996. Properties of Concrete. John

Wiley & Sons. Inc. NewYork. USA. pp 711-713.

(11) Orchard, D. F. 1979. Concrete Technology, 4th

Edition. Properties of Materials, Applied Science Publishers

Ltd, London. pp 160-161.

(12) Md. Abid Alam and ShaguftaNaz, “Experimental

Study on Properties of No-fine Concrete”, International

Journal of Informative & Futuristic Research (IJIFR),

Volume - 2, Issue - 10, June 2015 22ndEdition, pp 3687-

3694

(13) Sai Sindhu K and Suresh Babu T, “Study and

Comparison of Mechanical Properties, Durability and

Permeability of M15, M20, M25 Grades of Pervious

Concrete with Conventional Concrete”, International

Journal of Applied Research 2015, 1(10), pp 676-681

(14) T.Manju et al, “Influence of Recycled Aggregate

based Pervious Concrete with Flyash”, International

Journal of ChemTech Research, Vol.7, No.6, pp 2648-2653,

2014-2015

(15) T. Hossain et al., “Pervious concrete using brick

chips as coarse aggregate: An experimental study”, Journal

of Civil Engineering (IEB), 40 (2) (2012), pp 125-137.

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Mechanical Properties of no Fines Concrete for Pathwaysoaji.net/pdf.html?n=2017/1992-1525429100.pdf · 2018-05-04 · 3. An Experimental Study On Durability and Water Absorption Properties